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Modelling Of Rock Joints Interface Under Cyclic Loading

different normal loads ( σ 1 < σ 2 < σ 3 , ρ ini = 2.3 . 10 3 kg/m 3 , θ max = 25° ) depending on the tangential displacement u t : a) variations of shear stress, b) variations of dilatancy Figure 11 Shape of primary asperities depending on g 0 parameter Figure 12 Simulation results for different normal loads ( σ 1 < σ 2 < σ 3 , ρ ini = 2.3 . 10 3 kg/m 3 , θ max = 25° , asperities ) depending on the tangential displacement u t : a) variations of shear stress, b) variations of dilatancy, c) asperity shape assumed for calculations

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Effect of randomly distributed polypropylene fiber reinforcement on the shear behavior of sandy soil

.A. (2003). Study on shear strength of sands reinforced with randomly distributed discrete fibers, Geotextiles and Geomembranes, 21 (2), 103–110. 10.1016/S0266-1144(03)00003-7 Yetimoglu T. Salbas O.A. 2003 Study on shear strength of sands reinforced with randomly distributed discrete fibers Geotextiles and Geomembranes 21 2 103 – 110 [42] Zornberg, G. (2002). Discrete framework for limit equilibrium analysis of fiber reinforced soil. Géotechnique, 52(8), 593–604 10.1680/geot.2002.52.8.593 Zornberg G. 2002 Discrete framework for limit

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Effective Friction Angle Of Deltaic Soils In The Vistula Marshlands

93 31 44 https://doi.org/10.1016/j.enggeo.2007.03.009 [5] Coutinho, R.Q., Lacerda, W.A., 1989. Strength characteristics of Juturnaiba organic clays. Presented at the 12th International conference on Soil Mechanics and Foundation Engineering, Balkema, Rio de Janeiro, pp. 1731–1734. Coutinho R.Q. Lacerda W.A. 1989 Strength characteristics of Juturnaiba organic clays Presented at the 12th International conference on Soil Mechanics and Foundation Engineering Balkema Rio de Janeiro 1731 1734 [6] Dan, G., Sultan, N., Savoye, B. 2007. The

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Penetrative convection due to absorption of radiation in a magnetic nanofluid saturated porous layer

occur with the choice of new boundary conditions. Using these more realistic boundary conditions, Yadav et al. [ 4 ] analyzed the thermal instability of rotating nanofluids. The authors mentioned that the model selected in their study is more realistic physically than those used in the previous studies (i.e., models with non-zero nanoparticle flux at boundaries). Different aspects of natural convection in porous media have been examined thoroughly by many researchers (see, e.g., Ref. [ 5 –9]). An experimental investigation of the onset of convection in a stably

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Analysis of crack propagation in a “pull-out” test

out the anchor for any material and for any length of anchoring. The HILTI HDA-P M20x250/100 anchor was adopted for pull-out tests. with anchoring length of 25 cm will be used ( “European Technical Assessment…” ), the picture of this anchor is shown in Fig. 1 . Figure 1 Pre-set undercut Hilti HDA-P anchor. To mount this anchor, it is placed in a prepared hole in the anchored surface. Then, a drill is attached to the anchor, and while drilling, the anchor undercuts itself with deflecting elements. Scheme of mounting the anchor is shown in Fig. 2

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Experimental and statistical analysis of blast-induced ground vibrations (BIGV) prediction in Senegal’s quarry

1318 6.86 9.27 2.54 9.27 Conveyor belt 458 140 653 2.16 6.35 2.41 6.35 6 P1 (Upper exploitation level) 82 140 139 48.26 39.62 25.4 48.26 Garage station 624 140 2022 2.03 3 1.71 3 Lake Ddoudj 300 140 2020 5.33 8.76 5.9 8.76 Macodo 455 140 1318 6.1 8.54 3.43 8.54 Conveyor belt 436 50 653 5.34 13.97 3.87 13.97 7 P1 (Upper exploitation level) 150 50 139 13 13.84 8.25 13.84 Garage station 597 50 2022 4.76 7

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Hydraulic Characterization of a Self-Weight Compacted Coal

1 Introduction The stocks of coal are crucial areas of coal-fired power plants, in terms of safety, optimization of energy storage and environmental implications (e.g., [ 1 ], [ 2 ]). Although they are now usually protected from rain and wind by storage structures or more simply by coating with tarpaulins, in many old plants in the world these stocks are still exposed to natural climatic conditions such as rain. This climatic condition could allow the air pollution with fine coal particles, as close to mining areas (e.g., [ 3 ]), and leaching processes due to

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Critical state constitutive models and shear loading of overconsolidated clays with deviatoric hardening

London clay 0.25 0.064 0.168 0.85 0.8 1.1 0.005 2 Weald clay 0.2 0.025 0.093 0.9 0.7 1.1 0.001 2 Boom clay 0.3 0.017 0.03 0.71 0.4 0.8 0.0025 2 Table 4 CASM parameters for different clays. Model parameter r n m London clay 2.0 1.8 2.5 Weald clay 2.714 4.5 2.9 Boom clay 2.4 2.0 2.0 3.1 Undrained triaxial tests The model undrained response was validated on data from undrained triax-ial tests performed by Gasparre (2005) in her work on

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Shear strength of compacted Chlef sand: effect of water content, fines content and others parameters

2.653 0.08 0.38 5.28 1.70 0.487 0.811 Sand-silt mixtures 20 2.656 0.04 0.33 9.80 1.92 0.455 0.776 30 2.659 0.03 0.32 13.31 0.84 0.421 0.749 40 2.662 0.02 0.25 15.17 0.01 0.489 0.803 Chlef silt 100 2.667 - 0.03 - - 0.593 0.783 Table 2 Chemical analysis of tested materials [ 3 ]. Composition (%) Chlef sand Chlef silt Fire loss 14.34 10.85 Total Silica (SiO 2 ) 55.89 48.95 Alumina (Al 2 O 3 ) 5.58 34.08 Oxide of iron (Fe 2

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Application of The New Shape Crushing Plate in Machine Crushing Processes

force Average maximum crushing force Average crushing force Specific energy Technical performance F peak F ¯ a v m a x ${{\bar{F}}_{a{{v}_{max}}}}$ F av L s W t [kN] [kN] [kN] [kJ/kg] [t/h] I 262.80 138.76 45.72 3.07 2.13 II 234.39 64.84 16.69 3.71 0.38 III 229.89 62.74 17.01 3.59 0.40 IV 148.25 59.64 18.12 2.29 1.10 V 152.18 60.52 18.23 2.31 1.24 VI 127.03 60.24 18.70 2.14 0.82 Figure 15 Scheme of measurement of the outlet

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